Is 1199 1959 Methods of Sampling and Analysis of Concrete

7/30/2019 Is 1199 1959 Methods of Sampling and Analysis of Concrete

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Gr 9

IS : 1199 1959( Reaffirmed IS91 1Indian Standard

METHODS OF SAMPLING ANDANALYSIS OF CONCRETE( Eleventh Reprint NOVEMBER 1991 )

UDC 66697 : 62011

0 Copyrfght 1959BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO

NEW DELHI 110002December 1959

( Reaffirmed 1999 )


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Indian StandardMETHODS OF SAMPLING AND

ANALYSIS OF CONCRETE

Cement and Concrete Sectional Committee, BDC 2Chainnan

SHRI E. A. NADIRSHAH The Concrete Association of India, Bombay; wtdThe Institution of Engineers ( India ), CalcutbMembers

SXRI BALEUWAR NATH Central Board of Irrigation & Power (Ministry ofIrrigation 4%Power )Smu N. H. BHAOWANANI Engineer-in-Chiefs Branch, Army HeadquartersSHRIN. D. DAPTARY Bombay State Road Transport Corporation, BombaySHRI P. L. Drs Directorate General of Supplies & DisposalsDIRECTOR ( Ministfy ?f Works, Housing &.Supply )Cent;rarfe;ldmg Research Instttute ( CSIR),

SHRI C. H. KHADILKAR ( ALtcmute )SHRI C. L. HANDA Directorate of Designs, Bhakra Dam, New D&iSHRI P. S. BHATNAOAR A&mats )DR R, R. HA~ANOADI The Associated Cement Companies Ltd, Bombay

SRRZ V. N. PN (Alternate)Sm p. C. HAZRA Geological Survey of India, CalcuttaDR R. C. HOON Ccnkal Water & Power Commission ( Ministry ofIrrigation h Power)SHRI GEOROE O~MWN (A&emote) .SHRI S. B. Jom S. B. Joshi & Co, BombaySHRI S. R. MEHRA Central Road Research Institute ( CSIR ), New D&iSHRI S. N. MUKERJI Government Test House, Calcut_taSHRI K. K. CW-IIWJeE ( Altemu~)SWRIE. P. NC~OI+AIDE~ Gammon India Ltd, Bombay; md Indian RoadsCongress, New DelhiREPRESBVATIVE Martin Burn Ltd, CalcuttaSHRIJ. M. RIJHWANI Central Public Works DepartmentSHRI M. S. BIiAnA ( Altmate )SHRI NIHAR OIANDRA ROY Dahnia Cement ( Bharat ) Ltd, CalcuttaSHRIA. K. CHAKRAVARTJ Al&mate )SHRI SARIJPSIhCIi National Buildings Organisation ( Ministry of Works,Housing & Supply )DEPUIY DIRECIQR (MATE-RIAL ) (Alternate )

( Continuedon pag# 2 )I

BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARGNEW DELHI 110002


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Swlr .M.Tmw(&-)SHRIK. k SGoDsmus.s.vA1LuA(Alhfl)otc)I)rLUc.vsRMAN (U?)

s&r#tar_vSls$u c. s. CssAND-~

RoadsWq, Midry ofTruyport & Commtmica-tiomResearch, Design & Stmhrdizatiou Orgahation

( Ministry of Railwaya )Director, BISDeputy Director (81dg ), BiS

Concrete Subcommittee, BhZ 2 : 2Cmvmr

SRU S. B. J ostr S. B. J osbi & Co, BombayMstnbmsramK. F. ANTIA The Associated Cement Companies Ltd. BombayS~nr N. H. BHAGWANANI Engineer-in-Chiefs Branch, Army HeadquartasSHIU M. s. BHATIA Central Public Worka DepartmentSW T: S. VEDAGlIu ( dffcfIkat-9DZRZCTOR Engineering Research Laboratories, Hyderabadh$sRP.Cc.H~NB^ Geological Survey of India, Calcutta. . Central Water & Power Commission ( Miuhtry ofIlvigatiog h Power )&mt C. L. N. LY&NGAR The Concrete Association of India, BombayStrru S. V. NATU Public Works Department, Bombay

SH~UC. C: PATBL ( Allmrofc)SB&EEiP.~o~L-~ Gammon Eudia Ltd. Bombay. . Central.W_ater & Powyr Commission ( Miuistry ofStim SUP SXNGH NatfxUr+i pLPower,Bmldmga Orgauisation ( Miuistry of Works,HousinR & SUDPIY1SIUUK.R~AVARX~(A~~~~~~~)&mlH.P.SlNnA Roads Wing, Ministry of Transport & Commtica-tiOlUBornrK. c.SOoD Research, Dcsigu & Stamhrdhtiou Organization(MiDhryofRailw8ys)

2


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Es-81199 19s9Indfan Standard

METHODS OF SAMPLING ANDANALYSIS OF CONCRETE

0. FOREWORD0.1 This Indian Standard was adopted by the Indian Standards Institu-tion on 10 November 1,959, after the draft finalized by tht Cement andFoz;e Sectional Commtttee had been approved by the B&ding Division.0.2 Testing plays an important role in controlling the quality of cementconcrete work. Systematic testing of the raw materials for concrete asalso, the concrete, both while it is fresh and after it has hardened, is aninseparable part of any quality control programme for concrete. I t helpsto achieve higher efficiency of the materials used and greater assurance ofthe performance of the concrete in regard to both strength and durability.The test methods used should be simple, direct and convenient in theirapplication. This standard has been prepared with this object in viewand provides a guide to the sampling, analysis, and determination of linearchanges of concrete. Strength tests for concrete have been coveredseparately in IS : 516-1959 Methods of Tests for Strength of Concrete.0.3 The Sectional Committee responsible for the preparation of this stand-ard has taken into consideration the views of concrete specialists, testingauthorities, consumers and technologists and has related the standard tothe practices followed in the country in this field. The need for inter-national co-ordination between standards prevailing in different countriesof the world has also been recognized. These considerations led theSectional Committee to derive assistance from the published standards andpublications of the following organizations:

BRITISH TANDARDS NSTITUTIONAMERICANSOCIETYFORTESTINGAND MATERIALSAMERICANCONCRETE NSTITUTECANADIANENGINEERING.TANDARDS SSOCLWONRESEARCH, DESIGN & STANDARDIZATION RGANIZATION, MINISTRYOF RAILWAYS, GOVERNMENTOF INDIA

THE CONCRETEA~~OCXATIONF INDIA0.4 The I ndian Standard Methods of(IS: 516-1959 ) is a necessary adjunct3

Tests for Strength of Concreteto this standard. Besides, this


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IS : 1199 1959standard requires reference to the following Indian Standards:

*IS : 269-1958 SPECIFICATIONOK ORDINARY, RAPID-HARDENING NDLow HEAT PORTLANDCEMENT ( Revised)ttlS : 383-1952 SPECIFICATIONFOR COARSE AND FINE AGGREGATUFROMNATURAL SOURCES OR CONCRETE$IS : 460-1953 SPECIFICATIONORTEST SIEVES

0.4.1 Wherever a reference to any standard mentioned under 0.4, exceptJS : 460-1953, appears in this standard, it shall be taken as a reference tothe latest version of the standard.0.5 In pursuance of the decision of the Government of India to introducea uniform system of weights and measures throughout the country basedon the metric system, in this standard all dimensions and values havebeen given in metric units only. It is hoped that this step will facilitatethe change-over to the metric system by the industry more expeditiously.0.6 For the purpose of deciding whether a particular requirement of thisstandard is complied with, the final value, observed or calculated, express-ing the result of a test or analysis, shall be rounded off in accordance with;IS : 2-1949 Rules for Rounding Off Numerical Values. The number ofsignificant places retained in the rounded off value should be the same asthat of the specified value in this standard.0.7 This standard is intended chiefly to cover the technical provisionsrelatiDg to sampling and analysis of concrete, and it does not include allthe fiecessary, provisions of a contract.

1. SCOPE1.1 This standard covers the methods of taking samples of concrete andtheir analysis.2. TERMINOLOGY2.0 For the purpose of this standard, the foilowing definitions shall apply.2.1 Absorption (Air-Dry Basis ) - The percentage of water absorbedby an air-dried aggregate when immersed in water at 27C for a periodof 24 hours.2.2 Absorption ( Saturated Surface-Dry Basis ) - The percentageof water absorbed by an aggregate when immersed in water at 27C

*Thirdrevir~on 1976.*Second evhioo n 1970.fSincerevkd. 4


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IS:1199-1959for 24 hours, the aggregate being previously dried in an oven at I05 to110C to constant weight.2.3 Admixture -A material other than water, aggregates and portlandcement used as an ingredient of concrete and added to it immediatelybefore or during its mixing.2.4 Air-Entrained Concrete -Concrete Containing a small volume ofair deliberately rntrained in the form of minute discrete air voids by theaddition of an a&entraining agent.2.3 Apparent Specific Gravity-The weight of the oven-dry aggre-gate divided by its absolute volume excluding the natural voids in theaggregate particles.2.6 Bulk Speei$c Gravity ( Oven-Dry Basib )-The weight of theaggregate dried to constant weight in an oven at 100C divided by itsabsolute volume including the natural voids in the aggregate particles.2.7 Bulk Specific Gravity (Saturated Surface-Dry Basis ) - Theweight of the saturated surface-dry aggregate divided by its absolutevolume including the natural voids in the aggregate particles.2.8 Concrete -A mixture of cement, water and inert aggregates with orwithout admixtures.2.9 Concrete Mix -A mixture of cement, water and inert aggregateswhich is freshly mixed during a period of two hours from the time of addi-tion of water to the solid ingredients.2.10 Constant Length- The stage when the difference between twoconsecutive readings taken of the dimensions of a specimen is less than aspecified value. In the case of a 15 cm specimen, this value shall beW5 mm and for larger specimens proportionately greater.2.11 Drying Shrinkage -The difference between the length of a spe&men cut from a concrete which has been matured and subsequentlysaturated, and its length when dried to constant length.2.12 Drying Shrinkage, Initial- The difference between the length ofa specimen mouldtd and cured under specified conditions and its lengthwhen dried to constant length.2.13 Moisture Mo&eat -- The difference between the length of aspecimen when dried to constant length and its length when subsequentlysaturated.2.14 Saturated Surf~cc-Dry Weight-The weight of aggregate whosecomponent pieces are saturated with water but contain no free surfacemoisture.

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2.15 smchce Mobtwe -The moisture contained in the aggregate inexcess of that contained in the natural voids of the aggregate.2.16 Water Cement R&O - The fatio of the weight ofwater in a eon-crete n&achGve of the water absorbed by aggregates to the weight ofcement.2.17 Workability -_c property of concrete which deteimines theamount of useful internal work necessary to produce complete compaction.3. SAMPLING OF FRESH CONCRETE IN THE PIELD3.1 This method specifies the procedure to be followed in the field forobtaining representative samples of fresh concrete directly Coti the mixeror from concrete at the time and place of depositipn.3.2 Sample - The composite sample shall be truly representative of thebatch and shall be not less than CO2 ma in volume. It shall be composedof a mixture of portions taken Corn d&rent points in the batch. Whencontinuous mixers~ are used, batch shall be regarded as the discharge* from the mixture during one minute.4.3 Procednfe

3.3.1 From Mixers -At least three approximately equal sample incre_ments totalling 0.02 ms shall be taken Corn a batch during its dischargeand each sample increment shall be collected l$ passing a clean anddry receptacle across the stream d concrete. This receptacle shall be con-structed of non-absorbent material, preferably of metal and shall be suchthat the sample retained is not segregated. A fiat surface without retain-ing sides will not fulfil this purpose. Where three sample increments aretaken they shall be taken at about the time when one-quarter, one-halfandthree-quarters of the concrete have been discharged from the mixer and ifmore than three are taken they shall be at correspondingly shorter, butequally spaced, intervals.3.3.2 From Concrete at k %ne and Place of Deposition-The sampleshall be taken while a batch of concrete is being, or immediately after ithas been, discharged on the site. The sample shall be collected from notless than five weli-distributed positions, avoiding the edge of the masswhere segregation may have occurred.

3.4 Mixing the Composite Sample - The composite sample obtainedby either of the methods described above, shall be mixed on a non-absor-bent base either with a shovel or by other-suitable implement in such amanner as to ensure uniformity. The sample thus obtained shall be usedimmediatciy for the purpose of carrying out the tats. Care ~hd be takento protect the sample from the weather.

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lS:l138-133036 aaeerdty op YP - The following. information regwling thesunplesshallberecord :a) date and time of sampling,b) method of sampling used,c) mix proportions (proportion of ingredienta including water,admixtures, etc )

d) mixture Corn which delivered ( if more than one is used ),e) the location of the sampled batch after placing, andf) temperature and weather conditions.4. SEGURING AND I REPARING TBBT SPECIMENSFROM HARDENED CONCRETE4.1 Precautions -The clause specifies the procedure for securing andpreparing test specimens from hardened concrete in structures andpavements. A specimen to be tested for strength shall not be removedfrom the structure until the ctmcrete has become hard enough to permitits removal without disturbing the bond between the mortar and thecoarse aggregate. Normally, the concrete shall be 14 days old before thespecimens are removed. Specimens that show abnormal defects or thathave been damaged in removal shall not be used.4.2 Apparatas

4.2.1 DA%- A core drill shall be used for securing cylindrical corespecimens. For specimens taken perpendicular to the horizontal surface, ashort drill is satisfactory. For inclined holes, a diamond drill is satisfactory.42.2 Saw - A saw shall be used for securing beam specimens from thestructure or pavement *for flexural strength tests. The saw shali have adiamond or silicon carbide cutting edge and shall have adjustments thatpermit of cutting specimens conforming to the dimensions specifiedin 4.3.2.

4.3 Test specimcas4.3.1 Car S~b~ztens A core specimen for the determination of pave-ment thickness shall have a diameter of at least 10 cm. A core specimen

for the determination of compressive strength shall have a diameter at leastthree times the maximum nominal size of the coarse aggregate used in theconcrete, and in no case shall the diameter of the specimen be less thantwice the maximum nominal size of the coarse aggregate. The length ofthe specimen, when capped, shall be as nearly as practicable twice itsdiimeter.4.32 Beam 2+wimen- The beam specimen for the determination offlexural strength shall normally have a cross-section of 15 x 15 cm and shallbe at least 70 cm in length.

NOTB In manycam particularlywith prisms ut from pavementslahr, pe width&zed by the size of the coprse aggregateand the depth by the tbtcbacuof7


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-Is 11199 19594.4 Procedure

4.4.1 CoreDrilling - A core specimen taken perpendicular to a hori-zontal surface shall be located, when possible, with its axis perpendicularto the bed of the concrete as originally placed. Aispecimen taken per-pendicular to a vertical St&ace, or perpendicular to a surface with a batter,shall be taken from near the middle of a unit of deposit.4.4.2 Slab Removal-A sufficiently large slab shall be removed so thatthe desired test specimens may be secured without the inclusion of anyconcrete which has been cracked, spalled, undercut, or otherwisedamaged.

4.4.3 Beam Sawing - The sawing operation shall .be so performed thatthe concrete will not be weakened by shock or by heating. The sawnsurfaces shall be smooth, plane, parallel and shall be free from steps, ridgesand grooves. Care shall be taken in handling the sawn beam specimens toavoid chipping or cracking.4.5 Measarement of Drilled Core Specimens

4.5.1 Mean Diametcr- The mean diameter shall be determined to thenearest millimetre from three pairs of measurements. The two measure-ments in each pair shall be taken at right angles to each other, one pairbeing taken at the middle of the core and the other pairs at the quarterpoints of the depth. The mean of the six readings shall be taken as thediameter.45.2 Height - The height of the core shall be determined by measuringthe maximum and minimum heights, which shall be reported to thenearest millimetre.4.5.3 Position of Reinforccmmt - The positions of any remforcement shallbe determined by measuring to the nearest millimetre from the centre ofthe exposed bars to the top of the core. The diameter and, if possible, thespacing of the bars shall be recorded, and also the minimum top andbottom cover.

5. TESTS FOR WoRKARlLm5.1 Slump Test5.1.1 This method of test specifies the procedure to be adopted, either inthe laboratory or during the progress of work in the field, for determining,by the slump test, the consistency of concrete where the nominal maximumsize of the aggregate does not exceed 38 mm.

5.1.2 Ajparatusa) Mould - The mould for the test specimen shall be in the form ofthe frustum of a cone having the following internal dimensions:DimensionsBottom diameterTop diameterHeight


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Isr1199-1999The mould shall be constructed of metal ( brass or aluminiurrrshall not be used ) of at least l-6 mm ( or 16 BG ) thickness and thetop and bottom shall be open and at right angles to the axis of thecone. The mould shall have a smooth internal surface. It shall beprovided with suitable foot pieces and also handles to facilitate liftingit from the moulded concrete test specimen in a vertical direction asrequired by the test. A mould provided with a suitable guideattachment may be used. A typical mould without the guide isshown in Fig. 1.

b) Tur@ing rod - The tamping rod shall be of steel or other suitablematerial, 16 mm in diameter, O-6 m long and rc urded at one end.

I I

I-20 DIA_(NOTE To facilitate the Wing of the mould in a vertical direction, it is recom-mended that suitable guide attachments be provided. Any rivets used in theconstruction of the mould shall be countersunk flush on the inside of the cone.

Attachments should preferably be welded to the mould.All dimensions in centimetrcs.

FIG. 1 TYPICAL MOULD FOR SLUMP TEST9


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3.1.3Samjlingof freshly - Ifthis test is being carried out in the field, the samplemixed concrete shall be obtained as described in 3. In tbcase of concrete containing aggregate of maximum size more than 38 mm,the concrete shall be wet-sieved through 14 in screen to exclude aggregatiparticles bigger thaq 78 mm.5 .l A Procedure-The internal surface of the mould shall be thoroughlycleaned and freed from superfluous moisture and any set concrete beforecommencing the test. The mould shall be placed on a smooth, horizontal,rigid and non-absorbent surface, such as a carefully levelled metal plate,the mould being firmly held in place while it is being filled. The niouldshall be filled in four layers, each approximately one-q6arter of the heightof the mould. Each layer shall be tamped with twenty-five strokes of therounded end of the tamping rod. The strokes shall be distributed in auniform manner over the cross-section of the mould and for the secondand subsequent layers shall penetrate in@ the underlying layer. Thebottom layer shall be tamped throughout its depth. After the top layerhas been rodded, the concrete shall be struck off level with a trowel or thetamping rod, so that the mould is exact19 filled. Any mortar which mayhave leaked out between the mould and the base plate shall be cleanedaway. The mould shall be removed from the concrete immediately byraising it slowly and carefully in a vertical direction. This allows theconcrete to subside and the slump shall be measured immediately byddtermining the difference between the height of the mould and that ofthe highest point of the specimen being tested. The above operations

shall be carried out at a place free from vibration or shock, and within aljeriod of two minutes after sampling.5.1.5 Shm@ - The slump measured shall be recorded in terms of milli-lnetres of subsidence of the specimen during the test. Any slump speci-men which collapses or shears off laterally gives incorrect result and if thisoccurs the test shall be repeated with another sample. If, in the repeattest also, the specimen should shear, the slump.shall be measured and thefact that the specimen sheared, shall be recorded.

NOTE-Some indication of the cohesiveness and workability of the mix can beobtained, if after the slump measurement has been completed, the side of the concreteis tapped gently with the tamping rod; a well-proportioned concrete which has anappreciable slump will gradually slump fmther, but if the mix has been badlyproportioned, it is likely to fall apart.55 Compacting Factor Test

3.2.1 This clause specifies a procedure for determining the workabilityof concrete, where the nominal maximum size of the aggregate does notexceed 38 mm. The test is designed primarily for use in the laboratory,but if circumstances permit, it may also be used i4 the field. It is moreprecise and sensitive than the slump test and is particularly useful for10


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concrete mixes of very low workability as are normally used &hen con-crete ia to be compacted by vibration; such concrete may consistently f&i1to slump.525 A##amtus A diagram of the apparatus is shown in Fig. 2. Itshall consist of the two conical hoppvs ( A and B ) mounted above acyrmdrical mould (C).

VIEW OF TRAP-DOORPART W OPEN

CYLINOERCLAMPEACH SIDE

FIG. 2 COMPACTZNGACTOR APPhRATus11


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5.2.2.1 The essential dimensions of the hoppers and mould anddistances between them shall be as shown in Table I. The hopper ancylinder shall be of rigid construction, true to shape and smooth inside.They shall preferably be made of cast brass or bronze, but stout sheet brassor steel may also be considered satisfactory provided the inside surfacesof the joints are smooth and flush. The lower ends of the hoppers shallbe closed with tightly fitting hinged trap-doors having quick release catches.Metal plate 3 mm thick is suitable for the doors. The frame in which thehoppers and cylinder are mounted shall be of rigid construction and shallfirmly locate them in the relative positions indicated in Table I. Thecylinder and hoppers shall be easily detachable from the frame. Theapparatus shall also include two ordinary bricklavers trowels, one handscoop about 15.2 cm long, a rod of steel or other suitable materral of l-6 cmdiameter, 61 cm long rounded at one end, and scales ( or a balance ) toweigh up to 30 kg, to the nearest 10 g.

5.2.3 Samgling - If thii test is carried out in the field, the sample ofrreshly mixed concrete shall be obtained by the method specified under 3.In the case of concrete containing aggregate of maximum size more than38 mm, the concrete shall be wet;sieved through 1) in screen to excludeaggregate particles bigger than 38 mm.TABLE I ESSENTUL DIMENSIONS OF THE GOMPACTING FACTORAPPARATUS FOR USE WITH AGGREGATE NOT EXCEEDING 38 mmNOMINAL MAXIMUM SIZE

( Ckwse 5.2.2.1 )DETAIL ( stwFIG. 2 ) DIMENSXUNan

Upper hopper, ATop internal diameterBottom internal diameterInternal height

25.412.727.9Lower hopper, BTop internal diameter 22.9Bottom internal diameter 12-7Internal height 22.9Cylinder, C

Internal diameterInternal heightDistance between bottom of upper hopper andtop of lower hopper

15.230.520.3

Distance between bottom of lower hopper andtop of cylinder 20.3

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IS; 1199-19595.2.4 Prcwzeakre I%C sample of concrete TV be tested shall be placed igently in the upper hopper, using the hand sccmp. The hopper shall be filled level with its brim and the trap-door shall be opened so that theconcrete falls into the lower hopper.. Certain mixes have a tendency tostick in one or both of the hoppers. If this occurs, the concrete may behelped through by pushing the rod gently into the concrete from the top.

&ring this process, the cylinder shall be covered by the trowels. Im-mediately after the concrete has come to rest, the cylinder shall be un-covered, the trap-door of the lower hopper opened, and the concreteallowed to fall into the cylinder. The excess of concrete remaining abovethe level of the top of the cylinder shall then be cut off by holding a trowelin each hand, with the plane of the blades horizontal, and nicving themsimultaneously one from each side across the top of the cylinder, at thesame time keeping them pressed on the top edge of the cylinder. Theoutside of the cylinder shall then be wiped clean. The above operationshall be carried out at a place free from vibration or shock. The weightof the concrete in the cylinder shall then be determined to the nearest10 g. This weight shall be known as cthe weight of partially compactedconcrete . The cylinder shall be refilled with concrete .from the samesample in layers approximately 5 cm deep, the layers being heavilyrammed or preferably vibrated so as to obtain full compaction. The topsurface of the fully compacted concrete shall be carefully struck off levelwith the top of the cylinder. The outside of the cylinder shall then bewiped clean.

Ncue - The test is sufficiently sensitive to enable differences in workability at&&from the initial processes in the hydration of the cement to bc measured. Each tat,therefore, should be carried out at a constant time interval after the mixing is completedif strictly co&parable results are to be ,obtaincd. A convenient time for releasing &concrete from the upper hopper has been found to be 2 minutes after the completionof mixing.5.2.5 Calculation - The compacting factor is defined as the ratio of theweight of partially compacted concrete to the weight of fully compactedconcrete. It shall normally be stated to the nearest second decimalplace.

5.3 Flow of Cement Concreteby the Use of the Flow Table5.3.1 This method of test specifies the procedure for the use of the flowtable to delcrmine the fluidity of concrete, where the nominal size of theaggregate does not exceed 38 mm.5.35 Agjaratus

a) Mould - The mould shall be made of a smooth metal casting, asshown in Fig. 3 in the form of the frustum of a cone with thefollowing internal dimensions. A base 25 cm in diameter, uppersurface 17 cm in diameter, and height 12 cm; the base and the13


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lS;1199-1959

Wtop shall be open md at right angles to the axia of the cone.The mould shall be provided with handles.Flop @h-Flow table shall co&ormtothedaignrhowd~.Fig.4and~bemountcdonand~t~toaconaetcbarehavings height of40 to 5Ocmandweighingnotkrrthan140 kg.

5335specifiedSampring - Samples for test shall be obtained by th;e nxfex+under 3. In the case of concrete containing aggrmum size more than 38 mm, the concrete shall be wet-siev za through Iiin scrken to exclude aggregate particles bigger than 38 mm. They shallbe transported to the place of moulding of the specimen, and to counteractsegregation, the concrete shall be mixed with a shovel until it is.uniformin appearance.

SECTION AAAll dimensions cqntimetres.

Fro. 3 MOULD FOR FLOW TZ#T14


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DETAIL OF CAM

,b*O

PLUNGER

L OCATIONF "ANOLBAl TM TIME OF OROP

All dimensions In centimetres.Fxo. 4 FLOW TABLE APPARATUS

5.3.4 Procedure Immediately preceding the test, the table top, andinside of the motild shall be wetted and cleaned of all gritty material andthe excess water removed with a rubber squeezer. The mould, centredon the table, shall be firmly held in place and filled in two layers, eachapproximately one-half the volume of the mould. Each layer shall berodded with 25 strokes of a straight round metal rod 1.6 cm in dia-meter and 61 cm long, rounded at the lower tamping end. The strokesshall be distributed in a uniform manner over, the cross-section of themould and shall penetrate into the underlying layer. The bottom layershall be rodded throughout its depth. After the top layer has been roddd,

15


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Is 8 1199 - 1959the surface of the concrete shall be struck off with a trowel so that the mouldis exactly filled. The excess concrete which has overflowed the mould shallbe removed and the area of the table outside the mould again cleaned.The mould shall be immediately removed from the concrete by a steadyupward pull. The table shall then be raised and dropped 12.5 mm, 15times in about 15 seconds. The diameter of the spread concrete shallbe the average of six symmetrically distributed caliper measurements readto the nearest 5 mm.

5.3.5 Recoding -The flow of the concrete shall be recorded as thepercentage increase in diameter of the spread concrete over the base dia-meter of the moulded concrete, calculated from the following formula:Flow, percent = spread diameter in cm - 252.5 x 100

5.4 Determination of Consistency of Concrete by Vee-Bee Consisto-meter Method

5.4.1 This clause deals with the determination of consistency of concreteusing a Vee-Bee Consistometer, which determines the time required fortransforming, by vibration, a concrete specimen in the shape of a conicalfrustum into a cylinder.5.4.2 A@aratus - The Be-Bee Consistometer ( see Fig. 5 ) consistsof:

a) A vibrator table resting upon elastic supports,b) A metal pot, \c) A sheet metal cone, open at both ends, andd) A standard iron rod.

5.4.2.1 The vibrator table (C) is 380 mm long and 260 mm wideand is supported on rubber shock absorbers at a height of about 305 mmabove floor level. The table is mounted on a base (K) which rests onthree rubber feet and is equipped with an electrically operated vibrometermounted under it, operating on either 65 or 220 volts three phase,50 cycles alternating current. A sheet metal cone (B) open at both endsis placed in the metal pot (A) and the metal pot is fixed on to thevibrator table by means of two wing-nuts (I-I ). The sheet metal cone is30 cm high and its bottom diameter is 20 cm and top diameter 10 cm. Aswivel arm holder (M) is fixed to the base and, into this is telescopedanother swivel arm (N) with funnel (D) and guide-sleeve (E). Theswivel arm can be readily detached from the vibrator table. The graduatedrod (-7) is fixed on to the swivel arm and at the end of the graduatedarm 8. glass discrecords the slumpof concrete afterrod is 20 mm in

(C) is screwed. The division of the scale on the rodbf the concrete cone in centimetres and the volumevibration of the cone in the pot. The standard iron.diameter and 500 mm in length. The electrical16


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FIG. 5 VEE-BEE CO~SISTOMETER. YPE VBR

rod is 20 mm in diameter and 500 mm in ,length. The electrical equip-ment mounted on the base of the consistometer consists of a fixed plugand connector for the electric supply cable, plug and socket contacts forthe detachable cable connected to the vibrometer and a control switch.A photograph of the apparatus under operation is given in Fig. 6.5.4.3 Procedure -A slump test as described under 5.1 shall be per-formed in the sheet metal cylindrical pot of the consistometer. The glassdisc ( C ) attached to the swivel arm shall be moved and placed just onthe top of the slump cone fn the pot and before the cone is lifted up, the

position of the concrete cone shall be noted by adjusting the glass discattached to the swivel arm. The cone shall then be lifted up and theslump noted on the graduated rod by lowering the glass disc on top of theconcrete cone. The electrical vibrator shah then be switched on and theconcrete shall be allowed to spread out in the pot. The vibration shahthen be continued until the whole concrete surface uniformly adheres17


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IIC. 6 .\'a~-BEE COSSISTOMETEW

to the glass disc as indicated in Fig. 6, and the time taken for this to beattained shall be rioted with a stop watch. The time is recorded in seconds.5.4.4 Resrclt -The consistency of the concrete shall be expressed inW-degrees which tie equal to the,time in seconds recorded in 5.4.3. ,

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5.4.4.1The required slump I obtained on the basis of the consiatenyscale given in Table II. The curve in Fig. 7 indicati the relationshrpbetween slumo in cm and the degrees covered by the consistency scakgiven in Table II.

16

14

I2

IO

5 834 63sf

4

1

CVEE-BEE DEGREES

Fm. 7 RELATION BETWEEN SLUMP IN cm AND VEE-BEE DEOREES.19


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CONStSTENOY

Moist earth

Very dry

Plastic

Semi-fluid

Fluid

TABLE IE C6NSLSTENCY SCALE( clwrsr 5.4.4.1. and Fig. 7 )

NUMESERF VEE-BEE DEGRE~LS40 to 25-20

20 to 15-10

10 to 7-5

5to4-33 to 2-l

More fluid than 1

cNARAarRRmlQlParticlcd of eoane aggregate in the concrete arcadhesive, but concrete does not clot. Risk ofscgregatton.Concrete has the consistency of very stiff por-ridge, forms a stiff mound when dumped,and barely tends to shake or roll itself to forman almost horizontal surface whenfor a long time in, say, a wheel-barrow. conveyed

Concrete has the consistency of stiff porridge,forms a mound when dumped, and shakes orrolls itself to form a horizontal surface whenconveyed for a long time in, say, a whccl-barrow.

Concrete can be shaped into a ball between thepalms of the hands, and adhcrcs to the skin.Concrete cannot bc rolled into a ball betweenthe palms of the hands, but s reads out eventhough slowly and without P ccting the cohe-sion of the constituents so that segregation

does not occur.Concrete spreads out rapidly and segregationtakes place.

6. ANALYSIS OF FRESHLY - CONCRETE6.1 This method of analysis deals with the procedure for determinatingthe proportions of the constituents of freshly mixed concrete where thenominal size of the largest aggregate does not exceed 38 mm.6.1 .I General Procedure- A sample of the concrete mix shall be takenand the analysis commenced within five minutes of the time of dischargeof the concrete mix from the mixer or agitator. If this is not possible,the sample shall be placed in an air-tight container within five minutesof discharge and stored until the commencement of the analysis whichshall be within a period of two hours from the addition of the water tothe solid ingredients. Samples of the coarse and fine aggregates fromthe consignments used for the making of the concrete shall also be taken.Before the analysis of the concrete is carri$d out, the samples of the aggre-gates shall be tested for specific gravity, water absorption and proportionpassing the appropriate sieves. If, .however, the aggregates are obtained

20


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Is t 1199 1959from one source and the variations in the specific. gravity do not exceedrf: O-003, for the purpose of routine control the tests on the aggregates shallbe made at agreed intervals. .6.2 Apparatus - The following apparatus, one form of which $ shownin Fig. 8, shall be used:

a) A semi-automatic balance capable of weighing up to 5 kg to anaccuracy of 05 g. The balance shall be provided with aCOUNTERPOISE FORWElGHlNG IN AIR

SUISID;;;; WAlER EX7RA COUNTERPOISE FOR-Y WEIGHING IN WITCR

FLEXISLECONNECTION

BAFFLE PLATE

SAMPLE BUCKE

. &AIN WATER TANK

E SPRAY FOR WASHING

Skq SEMIBALANCETO 059-AUTOMATICREADING

4%PLAN OF SPIDER

MSE lb SUPPORTSAMPLE BRACKET

NESTED SIEVES FUNNEL FOR TRANSFEROF MATERIALAll dimensions in centimetrcs.

Fro. 8 APPARATUS OR THE ANALYSISOF FRESH CONCRETE21


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l:1199-1959

b)

cl

4e)f)5)

counterpoise toobtain equilibrium when an empty bucket is beingweighed in air. A second counterpoise shall be provided tosecure approximate equilibrium when an empty bucket is beingweighed whilst immersed in water. If the sample is to be weighedin air and covered with water at the site before transport to alaboratory for analysis, a balance capable of weighing up to 5 kgto an accuracy of 1 g shall be available at the site.At least eight bucket-shaped containers made of corrosion resistingmetal, each 20 cm in diameter at the top and 18 cm deep, andhaving sloping sides and a rounded bottom ( to prevent the trap-ping of air when it is immersed ). The containers shall all beof the same weight in air and each shall be clearly marked withthe necessary correction figure to allow for the difference betweenits loss in weight when immersed in water and the weight of thesecond counterpoise.A tank approximately 28 cm in diameter and approximately 30 cmdeep. Thii shall have an overflow spout in such a position thatthe rim of a bucket hung from the balance is completely immersedwhen the tank is full. The tank shall be connected by a 6.5 mmdia tap and flexible pipe to a subsidiary tank. This connectionshall be such that, when the tap is open and the subsidiary tankis positioned below the main tank, the level of water in the maintank is below the lip of a bucket hanginB on the balance. A baffleplate, extending from the top of the tan to a position 5 cm belowthe connection, shall be provided inside the main tank opposite theconnection to the subsidiary tank.Two nesting sieves 46 cm in diameter, the upper sieve being 10 cmdeep and of IS Sieve Designation 48?, and the lower sieve being30 cm deep and of IS Sieve Designation 15.A funnel approximately 50 cm in diameter at the top, 15 cm dia-meter at the bottom, and 25 cm deep.A hose fitted with a nozzle giving a fine spray of water strongenough to move the particles of fine aggregate over the surface ofthe IS Sieve 15.A metallic stirring rod, 1.6 cm in diameter.

6.3 Method of Taking Samples63.1 Aggregates - Four samples of the coarse and four samples of thefine aggregates, as used in the concrete, shall be obtained by taking onemain sample for each material and quartaing as described in *IS : 383-1952until samples of the required size are obtained.6.3.2 Concrctc Mix- If the test is being carried out on a concrete mix

made in the field, a sample of at least 0.02 ms obtained by the method*Second rev~r~on in 1970.

22


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specified under 3 shall be quartered and remixed until a representativeof sample required size is obtained.6.39 sam@s - Samples shall be taken from each of the various sizes ofaggregates in the same nominal proportions as are used in the concrete

and such that the total weight of the samples shall be approximately3.5 kg. The sample of concrete shall weigh approximately 4 kg if thenominal size of coarse aggregate does not exceed 19 mm, otherwise thesample shall weigh apprhately 8 kg and it shall be analyzed in twoparts, each weighing approximately 4 kg.6.4 Determba don of the Speci5c Gravity of the Aggregates

6.4.1 The specific gravity of each of the aggregates shall be determinedunder conditions identical with those to be applied to the analysis of theconcrete., DiEerences in the temperature of the water at the time ofmaking any weighings during the test shall not exceed 2C.

6.4.2 Each sample of- the coarse and fine aggregates shall be dried in aventilated oven at a temperature of 100 to 110C for 24 hours, cooled andweighed. The weights ( in grammes ) shall be recorded as A, for thecoarse aggregate or A, for the fine aggregate.6.4.3 Each sample shall be placed in a clean bucket [see 6.2(b) ] andthe bucket filled with water to within 25 mm of the lip. The sample shall

be stirred for one minute to remove any trapped air and the bucket hungin the water tank from the balance. The water level in the tank shallthen be raised,steadily by raising the subsidiary tank until the water .s@rtsto run from the overfiow spout. The sample shall then be weighed inwater. During the weighing, the maximum movement of the bucket shallbe limited to 6.5 mm to avoid any inaccuracy caused by variations in itsdisplacement or by agitation of the contents. The sample shall be leftunder water for 20 minutes, stirred, roimmersed and re-weighed, and thisprocedure shall be repeated until the change in weight between consecutiveweighings is less than O-5 g but in any case the period of immersion shallnot exceed 8 hours. The final weights shall be recorded as B,, for thecoarse aggregate or B, for the fine aggregate. The time required to attainconstant weight shall be recorded.

6.4.4 The specific gravities shall be calculated as follows:Specific gravity of coarse aggregate = A(I2B 0ASpecific gravity of fine aggregate = A*I I

The average specific gravity of each type of aggregate shall becalculated.23


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mii99-19596.U The maximum the required for any of the samples to attaininstant weight shall be regarded as the time required for the absorption ofatcr by the aggregates as a whole.

6.5 6ped6c Gra&y of the Cemeatt6.5.1 For the purposes of this test, the specific gravity ofportland cementihall be taken as 3.15. I f other cements are used, the specific gravity shallbe determined by a recognized inert liquid method.

6.6 Sieve Analysis6.6.1 Each of the samples used to determine the specific gravity of theaggregates shall be used to determine the quantity of material passing eachof the appropriate sieves.6.6.2 One sample of the coarse aggregate shall be placed on IS Sieve480 over the IS Sieve 15 and washed for two minutes under the spray ofwater, the aggregate being stirred during the washing. The materialretained on IS Sieve 480 shall then be washed into a clean bucket bymeans of the funnel, stirred, immersed in water, and weighed ( weight D, ).6.6.3 One sample of fine aggregate shall then be added to any materialretained on IS Sieve 15 and washed under~ he spray of water for at leastten minutes, continuing until the water is clear. The residue retained onthe sieve shall be washed into a clean bucket, stirred, immersed andweighed ( weight D, ). Care shall be taken in making these tests so that nomaterial is lost in transferring the samples to the sieves and back to thebuckets.6.6.4 The correction factors shall be calculated as follows:

. For the coarse aggregate C, = 3 0For the fine aggregate C, = --$-

*NOTE -The correction factors are used to make allowance for the amount ofcoarse aggregate passing IS Sieve 480 and the amount of total aggregate passingIS Sieve 15.6.6.5 The above procedure shall be repeated with each of the otherthree samples of coarse aggregate and of fine aggregate and the averagecorrection factor for each type of aggregate determined.6.6.6 The maximum time required for washing any of the samples shallbe adopted as the time required for washing the concrete on IS Sieve 15

( see 6.7.9 ).6.7 Analysis of Concrete - The sample of the concrete shall be placedin a clean bucket and analyzed as follows.


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6.7.1 The sample shall be weighed in air ( weight W).NOTE- Thh opcratiou may be carried aut at the &e-bc$~~dc~ zportcdtothehboratoay. Ifthisbdooe,tbccotmetcaudchebucketitsclfwvcrcddurhgtmospwtmthehbwatmy.

6.71 The bucket shall be filled with water to within 25 mm of the lipand the contents stirred thoroughly for one minute to remove any trappedalr. I6.7.3 The sample shall be left immersed in water for a period of timenot less. han that required for absorption of water by the aggregate, asdetermined in accordance with *IS : 383-1952 but in any case not longerthan 8 hours. After this period of immersion, the concrete shall again bethoroughly stirred for one minute to remove any air expelled from theaggregates.

6.7.4 The bucket shall be hung in the water tank Corn the balance withthe water level in the tank below the lip of the bucket, namely with thesubsidiary tank below the main tank and the tap open. The bucket shallthen be carefully filled with water up to the lip and the sample left tosettle for five minutes.6.7.5 The water level in the tank shall then be raised steadily by rais-ing the subsidiary tank, When water OV&OWS from the spout in themain tank, the tap shall be turned olI and the sample weighed in water( weight W). During this process,care shall be taken to avoid shaking the

sample and the maximum movement of the bucket shall be liiited to thatspecified under 6.42. If the water level is raised steadily, little of the watercontaining fine particles of cement will spill out of the bucket. If thewater in the tank becomes discoloured, it shall be changed betweenweighings to,avoid any change in its speci& gravity.6.7.6 The concrete shall be wash.ed from the bucket on to the ISSieve 480 placed over IS Sieve 15 [see 6.2(d) 1, care being taken to w&the bucket clean. The sample shall then be washed under the sprayof water for at least two minutes continuously until the coarse aggregate

is clean, the material being stirred during the washiig.6.7.7 The clean coarse aggregate retained on the IS Sieve 480 shallthen be washed into a clean bucket by means of the funnel and spray ofwater. The spray shall be used to remove any small Fartic!es from themesh. Unless the water at this stage is clear, the washing specifiedin 6.7.6 shall be repeated before the aggregate is placed in the bucket.6.7.8 The coarse aggregate in the bucket shall be covered with waterand stirred thoroughly for one minute. The bucket shall then beimmersed in water in the tank and the aggregate weighed as be&s-r

(weight W.).*Second reviniou in 1970.


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6.7.9 The line aggregate rcm&ing on the IS Sieve 15 shall be washedunder the spray of water.6.7.10 The clean line aggregate shall be washed into a clean bucket,stirred, immersed in water and weighed as before ( weight W, ).

6.6CaIcuMa~~ofRoportions- The proportions of each constituentin the concrete shall be calculated as follows:The weight of coarse aggregate in the sample, W, = w,C,F,The weight of fiue agg&te in the sample, W, = w,C,F,The weight of cement in the sample, W, = [ w - ( w,,C, + w,C, ) ]FoThe weight of water in the sample, W, = W - ( W,, + W, + W, )where

F. = specific gravityspecific gravity - 1F, = Specific gravityspecific gravity - 1F, = specific gravityspecific gravity - 1

for the coarse aggregate,for the fine aggregate,for the cement,

W = the weight of the concrete in air,w = the weight of the concrete in water,

W, = the weight of the coarse aggregate in water,w,= the weight of the fine aggregate in water,c, = the correction factor for the coarse agsegate, andc, = the correction factor for the fine aggregate.

6.9 Water Cement Ratio -The water cement ratio by weight may becalculated from the figures in 65 as W,l W, and shall be expressed to thenearest @Ol.

NOTE The water/crmentrkio as dctermincd by this method includes anywater contained in theaggregate before mixing.

6.10 Report- The following information shall be reported:4 identification mark of sample,b) date of test,4 weights of constituentz,4 proportions of constituents,4 water cement ratio, andf 1 remarks, such as times for aggregates to attain constant weight.

26


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7. DETERMINATION OF WlUGHT PBR CUiHCMETRE,YIELD,CEMENT FACTORANDAIRCO~OF FRESHLY MIXED CONCRETE7.1 This method specifies the procedure for determining the weight percubic metre of freshly mixed concrete, and gives formulae for calculatingthe volume of concrete per batch, the yield per bag of cement, the cementfactor, namely cement content per cubic metre, and the air content of theconcrete.

NOTE -This method of calculating air content is of value particularly for airentrainal concrc.~.7.2 Appiratas

7.2.1 Balance - The balance shall be sensitive to O-01 kg.7.2.2 Tamping Bar - The tamping bar shall be a steel bar weighingl-8 kg, 38 cm long, and shall have a ramming face square.7.2.3 Measure - The measure shall conform to one of the sizes specifiedin Table III, according to the nominal size of the coarse aggregate inthe concrete. The measure shall have a smooth interior, and shall bewater-tight and of sufficient rigidity to retain its shape under rough usage.The rim of the measure shall be machined to a plane surface perpendicularto the axis of the cylinder. For convenience, the measure may be providedwith handle.

7.2.3.1 Calibration of measure The measure shall be calibrated bydetermining the weight of water at room temperature required to lill it sothat no meniscus is present above the rim. Accurate filling of themeasure may be secured by the use of a glass cover plate. The capacityof the measure in cubic metres shall then be obtained by dividing theweight of water ( in grams ) required to fill the measure by the unitweight of water, 1000 g/l.

TABLE I.5 DIMENSIONAL RRQB FORcYLlNDRmALMEASuRES( Clause 7.2.3 )

NOMINALSIZE NOMINAL INSIDE INSlDE MINIMUM TxmxrwsOF co- CAPACITY DIAMETFZR HEwIT G3 METN,AGGREGATEmm cu m mm mm ----z- mmup to 38 0.01 250 280 4 8Over 38 oa? 350 285 5.5 5

27


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la t 1199 19597.3 Sampling - The sample of fiesn~y mixed concrete shall be obtainedin accordance with the method specified in 3 except when small batchesare made under laboratory conditions.7.4 Procedure

7.4.1 Cizm~acting - The measure shall be filled with concrete as soonas practicable after mixing, in such a way as to produce full compactionof the concrete with neither segregation nor excessive laitance. Theconcrete shah be filled into the measure in layers approximately 5 cm deepand each layer shall be compacted either by hand or by vibration asdescribed below (see 7.4.1.1 and 7.4.1.2 ). After the top layer has beencompacted, the surface of the concrete shall be struck off level with the topof the measure.7.4.1.1 Comwting by hand- When compacting by hand the standardtamping bar shall be. distributed in a uniform manner over the cross-section of the measure.

The number of strokes per layer required to produce the specifiedcondition will vary according to the type of concrete, but in no case shallthe concrete be subjected to less than 60 strokes per layer for the 0.01 msmeasure or 120 strokes per layer for the 0.02 ms measure.7.4.1.2 Compacting by vibration - When compacting by vibration eachlayer shall be vibrated by means of an electric or pneumatic hammer orby means of a suitable vibrating table until the specified condition isattained.

7.43 Tajping - The exterior surface of the cylinder shall be tappedsmartly 10 to 15 times or until no large bubbles of air appear on the sur-face of the compacted layer.7.4.3 Strike-Of, Cleaning and Wtighing Y After consolidation of the

concrete, the top surface shall be struck-off and and finished smoothly witha flat cover plate using great care to leave the measure just level full. Allexcess concrete shah then be cleaned from the exterior and the filledmeasure weighed.75 calculations

7.5.1 Weight per Cubic Metre -The weight per cubic metre of concreteshall be calculated by dividing the weight of fully compacted concrete inthe measure by the capacity of measure, determined in accordancewith 7.2.3.1 and shall be recorded in kg/m8.

7.5.2 Volume of Concrete ptr Batch --The volume of concrete producedper batch shall be calculated as follows:vJ NX50)+w,+Wo+w. W

28


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V = volume in cu m of concrete produced per batch,N = number of 50 kg bags of cement per batch,

W, = total weight in kg of the tine aggregate per batch in con-dition used,w, = total weight in kg of coarse aggregate per batch in condi-tion used,

w,= total weight in kg of mixing water added to batch, andW = weight of concrete in kg/m.

7.5.3 Tield per Bag of Cement - The yield shall be calculated as follows:Vr==---N

whereY = yield of concrete per 50 kg bag of cement in ma,V c volume of concrete produced per batch in ms, andN- number of 50 kg bags of cement per batch.

7.5.4 Cement Factor - The cement factor shall be calculated as follows:Iv,= +-

_Nor N, 3 -a-Vwhere

.iV, = cement factor, that is, number of 50 kg bags of cementper cubic metre of concrete produced,r = yield of concrete per 50 kg bags of cement in m,N = number of 50 kg bags of cement per batch, andV - volume of concrete produced per batch in m3.

7.5.5 Air Content - The air content shall be calculated as follows:A-=-wX 100w I

orA= ~v-vA x looVwhere

A = air content ( percentage ofvoids ) in the concrete,7= theoretical weight of the concrete, in kg/m3, computedon an air-free basis,

29


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w = weight deoncrete inkg/d,V = volume ofeomxete produced per batch in mf and

VA -4otal absolute volume of the component ingrediienb inthe babch, in ma.ea!zS -The detamiMtkmdthctheaeridl * * tpercub&metredKnlldbe. outinthek~;ia*ucisuuwdto aJn8t+fOranlwhamad$~u&&&auial coqonalt ingrcdwts 8nd prqnxtiOIn. It Is calculated &cm the

T I theorctiul weight of coacrctc in kg/n+, computed on an air-kc hrh,Wg total weightn kg of he component ingrcdicnts in the batch, andVA w total absolute volua~e of the component ingrcdicnta in the batch in ma.

;~~;~~*~~~.~~~ tD,$&+&f~~poncnts, the bulk rpccific gravity and weight should bc bawd on theutuntod rurfaccdry condition.

For the cenun> 8 value of 915 m8y be used unlcn the actual spccifkgravity is dttamwd by a mcognkd incrt liquid mcthod.

8. AlR CONTENT OF FBBSHLY MIXBDWNCBBT% By THB F.BBlWURB MBTHOD&I This method specifies the procedure for determining thi air content ofwy mixed concrete by the pressure method.

&J on - Thi)metbod ia considered ad% uate for a11ordinary types of concrete 4m, except for concrcta or mortars ma e with highly porous aggrcgatca, what thevtc correction factor connot bc detcrmlncd accwatcly by the technique foundnhdrctory fix the usual types of relatively demc natural l grcgata.84 Appurtru

a) Measuring BOWL A llanged cylindrica! bowl, preferably of steelor hard metal not readily attacked by the cement paste, having a&meter qua1 to 1 to 1.25 times the height. The outer rim andupper surface of the ftange, as well as the interior surfaces of the&owl, shall be smooth-machined surfaces. The minimum size ofthe container shall be a functio? of the size of coarse aggregatein the concrete sample.as is specified in Table Contamers shall be at least as lageIV, depending on the size of m mthe concrete.The bowl rhall be pressur&ght and sufficicntly rigid to limitthe expansion factor D' of the apparatus assembly ( SM 8,S.S )

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TABLEIV MXNibUMIZE OF CONT- coRREsPoNDlNG ToNOMINAL MAXIMUM SIZE OF A-=Mmxmm SxzsOF NOUUtALlhRlllWCoNTAmER SmorAmn

m* mmo*cm 3so-01 750.1 150

b)

to not more than @I percent of the air content on the standpipeindicator scale when under the normal operating pressure.NOTE-Lnrgecon~rmrykwdrorlargeramplesofawaetcinorder to reduce errors n sampling.

Conical Cover Asmnb& - The flanged cover, preferably of steelor hard metal not readily attacked by the cement paste, shallhave interior surfaces inclmed not less than 30 from the hori-zontal. The outer rim and lower surlhce of the flange and thesloping interior surface shall be pressur+tight and sufficiently rigidto limit the expansion factor of the apparatus assembly as pre-scribed in 8.2(a). The cover shall be fitted with a standpipe whichmay be a graduated precision bore glass tube or may bc made ofmetal of uniform bore with a glass water gauge attached. Thegraduations for a suitable range in air content shall be in percentand tenths of a percent as determined by the proper air pressurecalibration test. The internal diameter of the standpipe shall bedesigned so that under the normal operating pressure the watercolumn will be lowered sufficiently to measure air contents up to0.1 percent. It is suggested that approximately 25 mm loweringof the water column should represent one percent of air. Theapplied air pressure shall be indicated by a pressure gauge connect-ed to the air chamber above the water column. The gauge shallhave a range of twice the normal working pressure with suitablegraduations. ( A pressure of 05 to 2-O kg/cm* has been used satis-factorily. However, each container shall have to be calibratedfor a stated normal procedure. ) The cover shall be fitted witha suitable device for venting at the top of the air chamber, an airvalve, and a petcock for bleeding off water as required. Suitablemeans for clamping the cover to the bowl shall be provided tomake a pressure-tight seal without entrapping air at the jointbetween the flanges of the cover and bowl. A suitable hand pumpshall be provided with the cover, either as an attachment or asan accessory.

31


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4

d)4

f-ll3)4

Cdibratiba @iadk-The calibration cylinder shall consist of acylindrical measure having an internal volume qual- to approxi-mately 3 to 6 percent of the vohnne of the measuring bowl. Asatisfactory measure(No. 16 BG) orcL

may be machined from l-6 mm brass tubingdesired ) to whi

proper diameter to provide the volumea brassdisc6-5 mm in thickness is soldered toform the bottom.

A Coil Spring - A coil spring or other means shall be provided forholding the calibration cylinder in place.SprayTube- A tube of appropriate diametei- which may be anintegral part of the cover assembly or which may be providedseparately so constructed that when water is added to the con-tamer, there will be a minimum of disturbance to the concrete.A Trowel - of the ordinary bricklayers type.Tamping Rod-The tamping rod shall be of steel or other suitablematerial of l-6 cm dieter,. 61 cm long, and rounded at thetamping end.Mallet - A mallet with a rubber or rawhide head, weighing 250 gfor containers smaller than O-01 cu m capacity and 500 g or morefor larger containers.Strike-OfBar - A strike-off bar consisting of flat straight steelbar.Funnel -A funnel with spout fitting into the tube describedin 8.2(e).Measure - A measure aaving a 2*5 or 5 litre capacity, as requiredto fill .the indicator with water from the top of the concrete tothe zero mark.

8.3 Calibration83.1 Change in barometric pressure caused by change in elevation orby changes of temperature and humidity, and rough handling under job

conditions; will affect the calibration ofprcssure type apparatus for deter-mination of air content. The steps described under this clause are pre-rquisites for the final calibration test to determine the operating pressurePon the pressure gauge as described hereunder. Normally, this calibrationneed be made only once ( at the time of the initial calibration ), or onlyoccasionally to check volume constancy of the. calibration cylinder andmeasuring bowl. On the other hand, the calibration test describedin 8.3.7 must be made as frequently ax necessary, to ensure that the propergauge pressure P is being us4 in tests for the air content of concrete.Moreover, a change in elevation of more than 183 m ( 600 ft ) from thelocation at which the apparatuawaa last calibrated will require calibrationin accordance with 8.3.7.


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m~11!3!9~1!E98.3.2alibration of Ca~rvration Cllindsr -The weight of water w ( mgrammes) required to 6ll the calib toa on cylinder shall be accuratelydetermined, using a scale sensitive to 05 g;8.3.3 Calibration of Measuring Bowl-The waght OI water W (ingrammes ) required to fill the measuring bowl shall be determined, using ascale sensitive to 0.1 percent of the weight of the bowl filled with water.A glass plate is slid carefully over the flange of the bowl in such a manneras to ensure that the bowl is completely filled with water. A thin film ofcup grease smeared on the flange of the bowl will make a water-tight jointbetween the glass plate and the top of the bowl.8.3.4 Determination of Constant R -The constant R represents thevolume of the calibration cylinder expressed as percentage of the volumeof the measuring bowl. Calculate R m follows:

R=F . ..(l)8.3.5 DetGrmination of Ex@nsion F&or D -The expansion factor D forany given apparatus assembly shall be determined by filling the apparatuswith water only ( making certain that all entrapped air has been removedand the water level is exactly on the zero mark), and applying an air

pressure approximately equal to the operating pressure P, determined bythe calibration test described in 8.3.7. The amount by which the waterc&mm is lowered shall be the equivalent expansion factor D for thatparticular apparatus and pressure.NOTE 1 -~~thougn tnc bowl, cover and clamping mechanism of the apparatusare so constructed that it will be reasonably m-tight, the application ofinternal pressure may result in a small expansion in volume. The expansion willnot affect the test results becausk, with the procedure described in 8.4 and 8.5, theamount of expansion is the same for the test for air in concrete as for the test foraggregate correction factor on combined 6ne and coarse aggregates, and ia therebyzwtomaticaily cancelled. However, it does enter into the calibration tat todt._zmine the air pressure to be used in testing fresh concrete and appear as thevalue D in the exprcsion for the calibration factor k, equation (2) under 8.3.6.NOTE 2 - It will be sticiently accurate for .this purpose to use an approximatevalue for P determined by m a preliminary calibration test as describedin 8.3.7, except that an approximate value for the calibration factor shall be used.For thii test k E W98R which is the same as equation (2) under 8.3.6 except that theexpzkon factor D as yet unknown, is assumd to be zero.

8.3.6 D&&nation of Calibration Factor k-The calibration factor kis the amount by which the water column shall be depressed, during thecalibration procedure to obtain the gauge pressure required to make thegraduations on the glass tube correspond directly to the percentage of airintroduced into the measuring bowl by the calibration cylinder when the


35/46

lsr1199-1939bowl is level full of water. calculate k as follows:

k=@98RD . ..(2)Nom-The value of k given in equation (2) is derived V?om the more generalapadon:

k=HR+Dwhaz H = ratio of the volume of air in the calibration cylinder after the bowlhas been filled with water, to the volume before inundation. H decreases di htlyas the elevation above sea level increases and is about O-980 at sea level for a Lwl20 cm daq, O-975 at 1520 m above sea level and P970 at 3 960 m above sea level.The error mtrcduccd by neglecting these variations in the value of H will usuallybe ~KBsmall ( corresponding to le4.3 than 005, percent air) thdt equation (2),k = 093R + D, usually wi ll be su5cienflv accurate. However, the value ofH shonld be checked for each design of apparatus, each 10 cm of bowl heightde&&ng the value of H by O-01.8.3.1 Calibration Test io Determine Ojerating Pressure, P, on PressureGaugc- I f the rim of the calibration cylinder contains no recesses or pro-jections, it shall be fitted with three -or more spacers equally spaced aroundthe circumference. Invert the cylinder and place it at the centre of thedry bottom of the measuring bowl.for flow of water into the The spacers shall provide an openingcalibration cylinder when pressure is applied.Secure the inverted cylinder against displacement and carefully lower theconical cover. After the cover is clamped in place, carefully adjust theapwtus assembly to a vertical position and add water at air tempera-tnre, by means of the tube and funnel, until it rises above the zero markon the standpipe. Close the vent and pump air into the apparatus to the

approximate operating pressure. Incline the assembly about 30 fromthe vertical and using the bottom of the bowl as a pivot, describe severalcomplete circles with the upper end of the standpipe, simultaneouslytapping the cdver and sides of the bowl lightly to remove any entrappedair adhering to the inner surfaces of the apparatus. Return the apparatusto a vertical position, gradually release the pressure ( to avoid loss of airfrom the calibration cylinder ) and open the vent. Bring the water levelexactly to the zero mark by bleeding water through the petcock in the topof the conical cover. After closing the vent, apply pressure until the waterlevel has dropped an amount equivalent to about 0.1 to O-2 percent of airmore than the value of the calibration factor k, determined as describedin 8.3.6. To relieve local restraints, lightly tap the sides of the bowl, an?,when the water level is exactly at the value of the calibration factor k, readthe pressure P, indicated by the gauge and record to the nearest O-01 kg/cm%. Gradually release the pressure and open the vent to determinewhether the water level returns to the zero mark when the sides of thebowl are tapped lightly ( failure to do SO indicates loss of air from thecalibration cylinder- or loss of water due to a leak in the assembly ). I fthe water level fails to return to within 0.05 percent air of the zero markand no leakage beyond a few drops of water is found, some air probablywas lost from the calibration cylinder. In this case, repeat the calibrationprocedure step by step from the beginning of this paragraph. I f the

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xs:1199-1958leakage is more than a few drops of water, tighten the leaking joint beforerepeating the calibration pressure. Check the indicated pressure readingpromptly by bringing the water level exactly to zero mark, closing thevent, and applying the pressure I , just determined.with a finger. Tap the gauge lightlyWhen the gauge indicates the exact pressure P, the watercolumn should read the value of the calibration factor k, used in the firstprcssurc application within about 0.05 percent of air.

CAUTION- The apparatus asscmbl shall not be moved from the verticalposition until pressure has been applied w L ch will force water about one-third of theway up into the calibration cylinder.the calibration. Any loss ofair from this cylinder will nullify8.3.8 Determination of Aggregate CorrectionF&r - The aggregate correc-tion factor shall be determined on a combined sample of fine and coarseaggregate-s as specified in thii clause and illustrated in Fig. 9.

The weights of fme and coarse aggregates present in the volume S, ofthe sample of fresh concrete whose air content is to be determined, shall,bedetermined as follows:F, = 2 x Fb . . . . . .c, = ; x c, . . . . . . . .

9A 98 9c*A1 = hl - IL, when bowl contains concrete as shown in this figure; when bowl cotainsonly aggregate and water hl - h, = G ( aggregate correction factors), Al - G = A ( aircontent, percentage by volume of concrete ).

FIG. 9 ILLUSTRATION F PRESSUREMETHOD OF TEST FOR AIR CONTENT35


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IS: 1199-1959where

F, = weight in kg of fine aggregate in concrete sample undertest,S = volume in ms of concrete sample ( same as volume ofmeasuring bowl of apparatus ),B = volume in ma of concrete produced per batch determinedin accordance with 7,

FlJ = total weight in kg of fine aggregate in batch,C, = weight in kg of coarse aggregate in concrete sampleunder test, andc, = total weight in kg of coarse aggregate in batch.

Mix representative samples of fine aggregate, of weight F, and coarseawegate, of weight C,, and place in the measuring bowl filled one-thirdfull of water. Add the mixed aggregate, a small amount at a time, untilall the aggregate is inundated. Add each scoopful in a manner that willentrap as little air as possible and remove accumulations of foam promptly.Tap the sides of the bowl and lightly rod the upper layer of the aggregateabout t-en times and stir after each addition of fine aggregate to eliminateentrapped air.

When all of the aggregate has been placed in the bowl and inundatedfor at least 5 minutes, strike off all foam and excess water and thoroughlyclean the flanges of both bowl and conical cover so that when the cover isclamped in place, pressure-tight seal is jobtained. Complete the test asdescribed in 8.4.. The aggregate correction factor G is equal to ir,--h, asdetermined in the tests on the aggregate.NOTE The aggregate orrection actor VvlU ary with different aggregates. Itcan be determined only by test, since apparently it is not directly related toabsorption of the particles. The test can be easily made and shall not be ignored.Ordinarily the factor remains reasonably constant for given aggregates, but anoccasional check test is recommended.

8.4 Procedure for Determining Air Content of Concrete- Placea representative sample of the concrete in the measuring bowl in threeequal layers, consolidating each layer by rodding the bowl. Vibration maybe substituted for rodding and by tapping the sample when the air contentof concrete placed by vibration is to be determined. When the concreteis to be placed by rodding, consolidate each layer of concrete by about25 strokes of the tamping rod evenly distributed over the cross-section.Follow the rodding of each layer by tapping the sides of the bowl smartly10 to 15 times with the mallet until the cavities left by r&ding arelevelledout and no large bubbles of the air appear on the surface of the roddedlayer. In rodding the i!rst layer, the rod shall not forcibly strike thebottom of the bowl. In rodding the second and final layers, only enoughforce shall be used to cause the rod to penetrate the surface of the


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previous layer. Slightly over6ll the howl with the third layer and, afterrodding or vibration, remove the excess concrete by sliding the str&e-oEbar across the top flange with a sawing motion until the bowl is justlevel full.Thoroughly clean the- flanges of the bowl and of the conical cover sothat when the cover is clamped in place, a pressure-tight seal will beobtained. Assemble the apparatus and add water over the concrete bymeans of the tube until it rises to about halfway mark in the standpipe.Incline the apparatus assembly about 30 f&m vertical end, using thebottom of the bowl aa a pivot, dexribe several complete circles with theupper end of the column simultaneously tapping the conical cover lightlyto remove any entrapped air bubbles above the concrete sample. Returnthe apparatus assembly to its vertical position and fill the water columnslightly above the zero mark, while lightly tapping the sides of the bowl.

Foam on the surface of the water column may be removed with a syringeor with a spray ofalcohol to provide a clear meniscus.Bring the water level to the zero mark of the graduated tube beforeclosing the vent at the top of the water column ( Fig. 9A !. Apply slightlymore than the desired test pressure P ( 092 kg/cm* more ) to the concreteby means of the small. hand pump. To relieve local restraints, tap thCsides of the measures smartly, and when the pressure gauge indicates theexact test pressure P (as determined iri accordance with 8.3.1 in thecalibration test ), read the water level A1 arid record to the nearest division

or half division ( @IO or @05 percent air content ) on the graduatedprecision bore tube or gauge glass of the standpipe ( Fig. 9B ). Forextremely harsh mixes, it may be necessary to tap the bowl vigorouslyuntil further tapping produces no change in the indicated air content.Gradually release_ the air pressure through the vent at the top of the watercolumn and tap the sides of the bowl lightly for about one minute.Record the water level h,, to the nearest division or half division ( Fig. 9C ).The apparent air content A, is equal to A1- R,. Repeat the steps specifiedas above in this clause ( without adding water to re-establish the water levelat the zero mark . The two consecutive determinations of apparent aircontent should check within Q2 percent of air and shall be averaged to ,give the value A1 to be used in calculating the air content A, in accordancewith 8.5.8.5 Calculation - Calculate thi air content of the concrete as follows:

A=A,-G . ..(6)where A air content, percentage by volume of concrete,.

A, x apparent air content; percentage by volume of concrete( sc6 8.4 ), andG = aggregate correction factor, percentage by volume ofconcrete ( see 8.3.8 ).37


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9. CEMENT CONTENT oloy_TPORTLAND CEMENT9.1 This method of test specifies the pr.ocedure for determining the cementcontent of hardened portland cement concrete except those containingcertain aggregates or admixtures which liberate soluble silica under theconditions of the test, such as slags, diatomites and sodium silicate..9.2 Reagents

9.2.1 Hydrochloric Acid -approximately 3.3 N. Add 200 ml of hydro-chloric acid ( sp gr 1.19 ) to 600 ml of distilled water..9.2.2 Sodium Hydroxide - approximately 1 N. Dissolve 20 g of hydroxidein 200 ml of water and dilute to a volume of 500 ml.923. Hydrojluoric Acid - 40 percent.9.2.4 Sulphuric Acid - sp gr 1.84. ,

9.3 Preparation of Sample -Every precaution shall be taken tohave the sample of concrete used for analysis truly representative of thematerial under consideration. Several portions weighing at least 5 kg eachshail be taken to avoid all but slight inequalities of the concrete mix.These portions shall then be broken up, crushed in a suitable machine toabout one centimetre size and reduced to a fineness of approximatelyIS Sieve 10 to IS Sieve 8 in a ball mill, disc pulveriser or by any othersuitable device. Care shall be taken that rhe finer fractions of the brokensample, which are richer in ,cement, are not discarded or lost. Afterthorough mitiing and quartering, a portion approximately 100 g shall betaken and carefully freed, by means of a strong magnet, from particles ofmetallic iron abraded from the pulveriser ball mill. The clean sampleshall then be dried at 105C for at least 2 hours.9.4 Procedure - Weigh into each of three 250 ml beakers, not less thana 2 g portion of the prepared sample. Moisten with a stream of hot water,while stirring to prevent adhesion to the beaker or the formation of lumpsin .the mass. Slowljl add 100 ml of 3.3 N hydrochloric acid and stirthoroughly. The lumps which tend to form should be reduced with theglass rod. After the evolution of carbon dioxide has ceased and thereaction is apparently complete, heat gently for a few minutes and allowthe contents of thi beaker to settle. Decant through an ignited andweighed Gooch crucible which contains a mat of short asbestos shreds,practically insoluble in hydrochloric acid and thick enough to be opaqueto light. Once the filtration has, begun, care shall be taken so that themat and accumulated residue do not dry out completely until the filtrationprocess is complete. Regulate the suction so as to maintain a rapid rateof dropping during the greater part of the filtration. Retain as much ofthe residue in the beaker as possible. Wash by decantation twice with


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hot water. Add 75 ml of 1 Nstirring and heat to about 75C.hot water. Transfer the residue60 ml of hot water.

sodim hydroxide to the residue whileDecant as before and wash twice with.to the crucible and wash with at least9.5 The filtrate now contains the silica in the form of silicic acid in truesolution or in suspension in the hydrochloric acid medium. If the aggre-gates of the original sample are largely calcarcous or dolomitic, add 10 mlof hydrochloric acid ( sp ,gr 1.19 ) to the solution. Transfer to a suitablebeaker with several rinsings of the flltqllask, Evaporate to dryness withgreat care to minimize spattering, bake at not over 120C for one hour,moisten with hydrochloric acid ( sp gr l-19 ), evaporate and bake againand take for filtration in 75 ml of 2 N or 3 N hydrochloric acid heated toboiling. Filter through an ashless ilter paper and wash the residue with50 ml of hot 1 N hydrochloric acid and then with hot water until thewashings are free from chloride. Repeat the evaporation and filteringprocesses to recover the small amounts of silica dissolved and add these!to the first residue. Determine the silica present in the sample by trcat-ment with hydrofluoric and sulphuric. acids in accordance with theprocedure given in Appendix A of IS : 269-1958 .9.6 Correction Factor -When the aggregates, used in the concretebeing analyzed, are available, a blank test shall be run on these aggregatesto determine their content of silica, soluble under the conditions of thetest (see 9.4 ). This content of the soluble silica shall then be used as acorrection factor and be subtracted from the total soluble silica found in theconcrete, the difference being due to the cement contained in thespecimen.9.7 Calculation -The percentage of cement in the sample shall be cal-culated by dividing the percentage of silica found by the factor O-214 0,provided the silica content of the cement is not known to be different fromthis value. When possible, the known value shall be taken as the factor.10. DETERMINATION OF CHANGES IN LENGTH ONJXtIXt~ FD WETTING ( INITIAL DRYING SHRINKAGE,HRINKAGE, MOI!3TCJRRMOVRMENT)10.1 Thii method of test speci6es the procedure for determining thechange in length of concrete specimens due to changes in moisture content.It deals with tests both on Jaboratory specimens and specimens cut from

* structures or units, when the maximum nominal size of the aggregate ineither does not exceed 38 mm.10.2 Apparatus

10.2.1 Measuring A#matus - A measuring apparatus shall be usedwhich incorporates a micrometer gauge or a suital-It diil gauge readingl rend revision in Iy67. 39 .


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accurately to 0905 mnL This gauge shall be rigidly mounted in a measur-ing Game and shall have a ttcessod end which can be located upon a6-5 mm diameter ball or other preference point cemented in the specimenas described under X0.3. The other end of the frame shall have a similarrecea4 seating which can be located upon a second ball or reference pointin the specimen.meter hemis An invar steel rod of a suitable length with 65 mm dia-he&al ends, or with 6.5 mm diameter steel balls mounted atthe ends shafl be used as a standard of length against which the readingsof the gauge cau be tested, thus enabling corrections to be made for anychanges in the dimensions of the apparatus between successive measure-ments of a test specimen. The apparatus shall preferably be adjustablefor specimens of different lengths and invar rods shall be available inlengths approximating to those of the specimens to be tested. Typicalfm of apparatus are shown in Fig. 10 and 11, but other suitable formsmay he used. The apparatus shown in Fig. 10 is to be prepared for largespecimens and those of higher densities, since the pressure caused by theweight of the specimen, which would otherwise fall on the lower referenceball, is carried by the slotted shelf.10.2.2 Dping Oven-The drying oven shall comply with the followingrquirements:4

b>.cl4

It shall have an internal volume quivalent to not less thanO-008 ma per specimen, with a minimum total volume ofO-05 ma.It shall be reasonably air-tight and shall be provided with a fanto keep the air circulating effectively during the drying of thespecimens.It shall be maintained at a temperature of 50 & 1%.The humidity of the air in the oven shall be controlled atapproximately 17 percent relative humidity by means of saturatedcalcium chloride solution. Suitable dishes or trays containingthis solution shall be provided to give an exposed area of solutionnot less than one square metre for each cubic metre volume of theoven The dishes or trays shall contain sufficient solid calcium chlo.ride b show above the surface of he solution throughout the test.16.3 &a+ Siue -Specimens shall be cast or cut with a length of 15 to50 cm and a cross-sectionas near as practicable to 7.5 x 7-S cm.

103.1 cartspccirnacWhere the test is carried out upon a specimeny for testing, it shall, unless other curing condiuons arebe stored for the first three to seven days in moist air. Duringreference points consisting of 6.5 mm diameter steel hallsor other suitable ref-ce points providing a 6-S mm diameter hemispheri-calbearingshallbe cemented with neat rapid hardening portland cement orother suitable cementing agent into the centre of each end of the specimen

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EST'IECE

SECTION XX

VIEW Y

NOTE- When apparatua ia fitbid with locknutv, u shown above, urc should hetaken that the first nut is tight before locking the d out

FIG. 10 TYPICAL APPARATUS roa DRYINO SHRINKAGB ANDMOIETURB MOVEY~NT Tmm

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tsr1199-1959

-6-S mm DIASTEEL CALL

./--TEST PIECE

DISTANCEPIECE

SIDE -ELEVATION

PLAN

DETAIL AT e

.I- FRAME

FRONT ELEVATION4 DETAIL ~1

FIG. 11 TYPICAL APPARATUS FOR DRYINGSHRXNKAGE ANDMOBTURE MOVEMENT Terns.

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lS:l199-1%6after drilling or cutting a shallow depression. After fixing, the sm%&of the balls shall be wiped clean of cement, dried, and coated with lubri-eating grease to prevent corrosion. The specimen shall be kept moist forat least 24 hours after tixing the balls, in order to allow the cement toharden. At the conclusion of the period of storage in moist air, thespecimen shall be immersed in water at a temperature of 24 to 30% until28 days after the concrete has been made, or untli such other time as maybe specified.

10.3.2 Mutursd Sccimnrs - When the test is carried out on a specimencut from matured concrete or on a specimen which has not had the con-trolled curing indicated in 10.3.1, the balls or other reference points shall befixed and greased as described in 10.3.1 and the specimen kept moist for atleast 24 hours after fixing the balls. The specimen shall then be immemedin water at 24 to 30% in such a manner that one of the larger faces ofthe specimen just breaks surface in the water and left so immersed for fourdays.10.4 Procedure for Testing for Initial Drying Shrinkage or DryingShrinkage - Immediately after removal of the specimen from the water,the grease shall be wiIjed from the balls and the length of the specimenmeasured to an accuracy of 0.005 mm by the apparatus described in 10.2.1.This shall be taken as the original wet measurement .

NOTE -The instrument reading required is not the absolute length of the specimenbut the difference in length between the specimen and an invar rod of approximat&the same length.

IYhe specilnen shall then be dried in the oven as describedunder 10.2.2 at the specified temperature and humidity for at least 44hours. The specimen shall then be removed from the oven and cooled forat least four houq in a desiccator containing solid calcium chloride in asaturated solution of calcium chloride. The length of the specimen shallthen be measured as described above at a temperature of 24 to 30C.NOTE - lf measurements are made at temperatures other than 2YC, they &odd &reduced by PO02 percept of the dry length for each 2W above 25C.

10.4.1 The cycle of drying, cooling and measuring shall be repeateduntil constant length is attained, that is, when the difference between twoconsecutive readings separated by a period,of drying of at least 4% hours,followed by cooling for at least four hours, ,is less than 0.01 mm for a 15 cmspecimen, and proportionately greater for a larger specimen. The finalreading shall be taken as the dry measurement. During the above dryingprocess, further wet specimens shall not be placed in the same oven, andthere shall be a free access of air to all surfaces of the specimens.10.43 After ,t)it: dry measurement has been taken, the length of thespecimen shall be measured, adjacent, to the balls, .to the nearest 05 mmand this shall be taken as the dry length . The initi# drying sh&&agr

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x6 I 1199 - 1959or the drying shrinkage shall be calculated as the difference between the or&g&l wet measurement and the dry measurement expressed as apercentage of the dry length .103 Determination of Moistme Movement - For the determinationof the moisture movement, the specimen shall first be tested for initialdrying shriiage or drying shrinkage as described above and the drymeasurement determined. The specimen shall then be immersed in waterat 24 to 30C in such a manner that one of the larger faces of the specimenjust breaks surface in the water and shall be left so immersed for four daysafter which the ( final wet measurement shall be determined. The mois-ture movement shall be calculated as the difference between the cdrymeasurement and final wet measurement expressed as percentage of thedry length.10.6 Report - The following information, shall be included in the report:4b)444f >8)h>

Identification mark,Date of starting test,Age of specimen at beginning of test,Size of specimen,Curing conditions,Initial drying shrinkage or drying shrinkage,Moisture movement, if determined, andRemarks, such as, time to reach constant length.


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BUREAU OF INDIAN STANDARDSHeadquarters:Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha( Common to all offices)

Teephones13313113751 31362499

Regona Ofices:Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg,NEW DELHI-110002*Eastern : 1 /14 C.I.T. Scheme VII M, V. I. P. Road,Maniktola, CALCUTTA 700054Northern : SC0 445-446, Sector 35-C,CHANDIGARH 160036Southern : C. 1.1. Campus, MADRAS 600113tWestern : Manakalaya, E9 MIDC, Marol, Andheri (East),BOMBAY 400093Branch Ot7ces:Pushpak Nurmohamed Shaikh Marg, Khanpur,AH M EDABAD 360001SPeenya Industrial Area, 1 st Stage, Bangalore Tumkur RoadBANGALORE 660058Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar,BHOPAL 462003Plot No. 82/83, Lewis Road, BHUBANESHWAR 75100263/5, Ward No. 29, R. G. Barua Road, 6th Byelane,GUWAHATI 7810035856C I. N. Gupta Marg ( Nampally Station Road),HYDERABAD 500001Rl4 Yudhister Marg, C Scheme, JAIPUR 302005117/418 B Sarvodaya Nagar, KANPUR 208005Patliputra Industrial Estate, PATNA 800013T.C. No. 14/1421, University P.O., PalayamTRIVANDRUM 695036lnspecflon Otce (With Sale Point) :Pushpanjali, 1st Floor, 205-A West High Court Road,Shankar Nagar Square, NAGPUR 440010Institution of Engineers ( India ) Building, 1332 Shivaji Nagar,PUNE 411005

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Is 1199 1959 Methods of Sampling and Analysis of Concrete

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Transcript of Is 1199 1959 Methods of Sampling and Analysis of Concrete